JP7594990B2 - Earthquake-resistant wall and construction method thereof - Google Patents

Earthquake-resistant wall and construction method thereof Download PDF

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JP7594990B2
JP7594990B2 JP2021170584A JP2021170584A JP7594990B2 JP 7594990 B2 JP7594990 B2 JP 7594990B2 JP 2021170584 A JP2021170584 A JP 2021170584A JP 2021170584 A JP2021170584 A JP 2021170584A JP 7594990 B2 JP7594990 B2 JP 7594990B2
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stiffener
frame
earthquake
steel
lattice
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達也 永田
圭 加藤
健史 土井
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Taisei Corp
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Description

本発明は、鋼製のフレームと木製の補剛材とを備える耐震壁、および、その耐震壁の構築方法に関する。 The present invention relates to a seismic wall having a steel frame and wooden stiffeners, and a method for constructing such a seismic wall.

従来より、鋼板が組み合わされて複数の開口部が形成されたフレームと、この複数の開口部のうちの少なくとも１つに取り付けられた補剛材と、を備える耐震壁が知られている。
特許文献１には、交差する第一斜材と第二斜材とによって複数の開口部が形成された格子と、格子の周囲を囲う枠材と、複数の開口部の少なくとも一部に配設された補剛材とを備える耐力壁が示されている。 2. Description of the Related Art Conventionally, a seismic wall is known that includes a frame in which a plurality of openings are formed by combining steel plates, and a stiffener attached to at least one of the plurality of openings.
Patent document 1 shows a load-bearing wall comprising a lattice having multiple openings formed by intersecting first and second diagonal members, a frame material surrounding the lattice, and stiffening materials arranged in at least some of the multiple openings.

特許文献２には、木造制振筋交が示されている。すなわち、木造筋交の木口に雌ネジラグが埋め込まれ、この雌ネジラグにはボルトがねじ込まれている。ボルトの基端部は木造筋交の木口から突き出され、このボルトには、コネクタの端板がナットで固定されている。建物の柱と梁又は土台が形成する軸組み架構面内の内隅には、接合金物が固定され、この接合金物とコネクタとは、ピンボルトにより接合されている。
特許文献３には、耐震補強構造が示されている。すなわち、既存柱の柱脚部には、耐震補強材である火打ち部が設けられており、この火打ち部および既存柱の柱脚部には、繊維シートが巻かれている。既存柱の柱脚部は、既存基礎に後施工アンカーで固着されている。 Patent Document 2 shows a wooden vibration-damping brace. That is, a female screw lug is embedded in the end of the wooden brace, and a bolt is screwed into this female screw lug. The base end of the bolt protrudes from the end of the wooden brace, and a connector end plate is fixed to this bolt with a nut. A metal joint is fixed to the inner corner of the frame structure surface formed by the pillars and beams or foundation of the building, and this metal joint and the connector are joined by a pin bolt.
Patent Document 3 shows an earthquake-resistant reinforcement structure. That is, a fire stopper, which is an earthquake-resistant reinforcement material, is provided at the base of an existing column, and a fiber sheet is wrapped around the fire stopper and the base of the existing column. The base of the existing column is fixed to the existing foundation with a post-installed anchor.

特開２０２０－１４３５０２号公報JP 2020-143502 A 特開２００８－１５０８９３号公報JP 2008-150893 A 特開２０１５－８６６８５号公報JP 2015-86685 A

本発明は、鋼材同士の溶接部を保護し、鋼材と補剛材とを密着させることが可能な、耐震壁およびその構築方法を提供することを課題とする。 The objective of the present invention is to provide a seismic wall and a method for constructing the wall that can protect the welds between steel members and bond the steel members to stiffeners.

第１の発明の耐震壁（例えば、後述の耐震壁１）は、格子状の鋼製のフレーム（例えば、後述の格子フレーム２２）と、前記フレームに取り付けられた木製の補剛材（例えば、後述の補剛材３０）と、を備える耐震壁であって、前記格子状のフレームは、互いに交差して配置された複数の鋼板（例えば、後述の斜材２３）同士が溶接されて形成され、正面視で、前記補剛材の奥行き寸法は、前記鋼板の奥行き寸法より大きく、前記補剛材は、前記鋼製のフレームの側面の少なくとも一部を覆っていることを特徴とする。 The earthquake-resistant wall of the first invention (e.g., earthquake-resistant wall 1 described below) is an earthquake-resistant wall comprising a lattice-shaped steel frame (e.g., lattice frame 22 described below) and a wooden stiffener (e.g., stiffener 30 described below) attached to the frame, and the lattice-shaped frame is formed by welding together a plurality of steel plates (e.g., diagonal members 23 described below) arranged so as to cross each other, and the depth dimension of the stiffener is greater than the depth dimension of the steel plate when viewed from the front, and the stiffener covers at least a portion of the side of the steel frame.

この発明によれば、格子状のフレームと、このフレームに取り付けられた木製の補剛材とを備える耐震壁であって、フレームを構成する鋼板の正面側から視て、鋼製のフレームの少なくとも一部を木製の補剛材で覆った。格子状のフレームの鋼板が交差する交差部では、後半同士が溶接されているため、その鋼板の溶接部を隠蔽することができる。よって、耐震壁の意匠性を向上できるうえに、溶接部を保護できる。また、鋼製のフレームと補剛材との間に隙間が生じず、密着させることができる。 According to this invention, a seismic wall is provided that includes a lattice frame and wooden stiffeners attached to the frame, and when viewed from the front side of the steel plates that make up the frame, at least a portion of the steel frame is covered with the wooden stiffeners. At the intersections where the steel plates of the lattice frame intersect, the rear halves are welded together, so the welds of the steel plates can be concealed. This not only improves the design of the seismic wall, but also protects the welds. Also, no gaps are created between the steel frame and the stiffeners, allowing them to be tightly attached.

第２の発明の耐震壁は、前記木製の補剛材の奥行き方向の中間部には、凹部（例えば、後述の凹部３１）が形成されており、前記鋼板同士の溶接部（例えば、後述のビード２４）は、前記凹部に収容されることを特徴とする。 The earthquake-resistant wall of the second invention is characterized in that a recess (e.g., recess 31 described below) is formed in the middle of the wooden stiffener in the depth direction, and the welded portion between the steel plates (e.g., bead 24 described below) is housed in the recess.

この発明によれば、木製の補剛材の凹部に鋼板同士の溶接部を収容したので、鋼板同士の溶接部と補剛材との干渉を低減して、鋼板に補剛材を容易に取り付けることができる。 According to this invention, the welds between the steel plates are housed in recesses in the wooden stiffener, reducing interference between the welds between the steel plates and the stiffener, making it easy to attach the stiffener to the steel plate.

第３の発明の耐震壁の構築方法は、上述の耐震壁の構築方法であって、柱梁架構（例えば、後述の柱梁架構１０）の構面内に、互いに交差して配置された複数の鋼板（例えば、後述の斜材２３）同士を溶接することで、格子状のフレーム（例えば、後述の格子フレーム２２）を構築する第１の工程（例えば、後述のステップＳ１）と、奥行き方向の中間部に凹部（例えば、後述の凹部３１）を設けた木製の補剛材（例えば、後述の補剛材３０）を用意し、前記補剛材を前記鋼板に取り付ける第２の工程（例えば、後述のステップＳ２）と、を含み、前記第２の工程では、前記鋼板同士の溶接部（例えば、後述のビード２４）を前記補剛材の凹部に収容することを特徴とする。 The method for constructing a seismic wall of the third invention is the above-mentioned method for constructing a seismic wall, and includes a first step (e.g., step S1 described below) of constructing a lattice frame (e.g., lattice frame 22 described below) by welding together a plurality of steel plates (e.g., diagonal members 23 described below) arranged crosswise within the structural surface of a column-beam structure (e.g., column-beam structure 10 described below), and a second step (e.g., step S2 described below) of preparing a wooden stiffener (e.g., stiffener 30 described below) with a recess (e.g., recess 31 described below) in the middle in the depth direction and attaching the stiffener to the steel plate, characterized in that in the second step, the welded portion between the steel plates (e.g., bead 24 described below) is accommodated in the recess of the stiffener.

この発明によれば、木製の補剛材の凹部に鋼板同士の溶接部を収容したので、正面側から鋼板同士を溶接した部分である溶接部を隠蔽することができる。よって、耐震壁を構成する鋼製のフレームと補剛材との間に隙間が生じず、密着性を高められるうえに、溶接部を保護できる。また、耐震壁の意匠性を向上できる。
また、鋼板同士の溶接部と補剛材との干渉を低減して、鋼板に補剛材を容易に取り付けることができる。 According to this invention, the welded portion of the steel plates is accommodated in the recess of the wooden stiffener, so that the welded portion where the steel plates are welded together can be concealed from the front side. Therefore, no gap is generated between the steel frame and the stiffener that constitutes the earthquake-resistant wall, and the adhesion is improved and the welded portion can be protected. Also, the design of the earthquake-resistant wall can be improved.
In addition, interference between the welds between the steel plates and the stiffeners can be reduced, making it easier to attach the stiffeners to the steel plates.

本発明によれば、鋼材同士の溶接部を保護し、鋼材と補剛材とを密着させることが可能な、耐震壁およびその構築方法を提供できる。 The present invention provides a seismic wall and a method for constructing the wall that can protect the welds between steel members and bond the steel members to the stiffeners.

本発明の第１実施形態に係る耐震壁の正面図である。FIG. 2 is a front view of the earthquake-resistant wall according to the first embodiment of the present invention. 図１の耐震壁の破線Ａで囲んだ部分の拡大図である。FIG. 2 is an enlarged view of a portion of the earthquake-resistant wall shown in FIG. 1 surrounded by a dashed line A. 図２の耐震壁のＩ－Ｉ断面図である。FIG. 3 is a cross-sectional view of the earthquake-resistant wall of FIG. 2 taken along the line II. 図２の耐震壁のＩＩ－ＩＩ断面図である。FIG. 3 is a cross-sectional view of the earthquake-resistant wall of FIG. 2 taken along line II-II. 図１の耐震壁の破線Ｂで囲んだ部分の拡大図である。FIG. 2 is an enlarged view of a portion of the earthquake-resistant wall shown in FIG. 1 surrounded by a dashed line B. 第１実施形態に係る耐震壁の一部の分解斜視図である。FIG. 2 is an exploded perspective view of a portion of the earthquake-resistant wall according to the first embodiment. 第１実施形態に係る耐震壁の構築手順のフローチャートである。1 is a flowchart of a construction procedure for a seismic wall according to the first embodiment. 第１実施形態に係る耐震壁について４番目の補剛材の取り付け手順を説明するための正面図である。FIG. 11 is a front view for explaining the procedure for installing a fourth stiffener in the earthquake-resistant wall according to the first embodiment. 図８の耐震壁のＩＩＩ－ＩＩＩ断面図である。FIG. 9 is a cross-sectional view of the earthquake-resistant wall of FIG. 8 taken along line III-III. 本発明の第２実施形態に係る耐震壁の部分拡大図である。FIG. 6 is a partially enlarged view of a seismic wall according to a second embodiment of the present invention. 図１０の耐震壁のＩＶ－ＩＶ断面図である。FIG. 11 is a cross-sectional view of the earthquake-resistant wall taken along line IV-IV of FIG. 本発明の変形例に係る耐震壁の縦断面図である。FIG. 11 is a vertical cross-sectional view of a seismic wall according to a modified example of the present invention.

本発明は、格子状の鋼製のフレームとこのフレームに取り付けられた木製の補剛材とを備える耐震壁、およびその耐震壁の構築方法である。本発明の特徴の１つは、補剛材の奥行き方向の中間部に凹部に設け、凹部にフレームを構成する鋼板同士の溶接部を収容し、これにより、鋼製のフレームと補剛材との間に隙間が生じることなく、密着させることができる点である。
以下、本発明の実施形態を図面に基づいて説明する。なお、以下の実施形態の説明にあたって、同一構成要件については同一符号を付し、その説明を省略もしくは簡略化する。
〔第１実施形態〕
図１は、本発明の第１実施形態に係る耐震壁１の正面図である。図２は、図１の耐震壁１の破線Ａで囲んだ部分の拡大図である。図３は、図２の耐震壁１のＩ－Ｉ断面図である。図４は、図２の耐震壁１のＩＩ－ＩＩ断面図である。図５は、図１の耐震壁１の破線Ｂで囲んだ部分の拡大図である。
耐震壁１は、既存の鉄筋コンクリート造の柱梁架構１０の構面内に構築されている。柱梁架構１０は、一対の鉄筋コンクリート造の既存柱１１と、この既存柱１１同士を連結する上下一対の鉄筋コンクリート造の既存梁１２と、を備える。
耐震壁１は、鋼板を組み合わせて形成されたフレーム２０と、フレーム２０に取り付けられた木製の補剛材３０と、フレーム２０と柱梁架構１０とを接合する接合部４０と、を備える。 The present invention relates to an earthquake-resistant wall that includes a lattice-shaped steel frame and wooden stiffeners attached to the frame, and a method for constructing the earthquake-resistant wall. One of the features of the present invention is that a recess is provided in the middle of the stiffener in the depth direction, and the welded parts of the steel plates that make up the frame are housed in the recess, so that the steel frame and the stiffeners can be tightly attached to each other without any gaps.
Hereinafter, an embodiment of the present invention will be described with reference to the drawings. In the following description of the embodiments, the same components are denoted by the same reference numerals, and the description thereof will be omitted or simplified.
First Embodiment
Fig. 1 is a front view of a seismic wall 1 according to a first embodiment of the present invention. Fig. 2 is an enlarged view of a portion of the seismic wall 1 in Fig. 1 surrounded by a dashed line A. Fig. 3 is a cross-sectional view of the seismic wall 1 in Fig. 2 taken along line II. Fig. 4 is a cross-sectional view of the seismic wall 1 in Fig. 2 taken along line II-II. Fig. 5 is an enlarged view of a portion of the seismic wall 1 in Fig. 1 surrounded by a dashed line B.
The earthquake-resistant wall 1 is constructed within the structural plane of an existing reinforced concrete column-beam structure 10. The column-beam structure 10 includes a pair of existing reinforced concrete columns 11 and a pair of upper and lower existing reinforced concrete beams 12 that connect the existing columns 11 together.
The earthquake-resistant wall 1 comprises a frame 20 formed by combining steel plates, wooden stiffeners 30 attached to the frame 20, and joints 40 that join the frame 20 to the column-beam structure 10.

フレーム２０は、矩形枠状の外周フレーム２１と、この外周フレーム２１の内側に設けられた正面視で格子状の格子フレーム２２と、を備える。
格子フレーム２２は、複数の互いに交差する複数の鋼板としての斜材２３同士を溶接することで形成されている。斜材２３は、正面側に端面が向いた状態で、水平に対して斜め方向に延びており、斜材２３同士が交差する交差部では、斜材２３同士が溶接されて、溶接部としてのビード２４が形成されている。
外周フレーム２１および格子フレーム２２により、略三角形状または略四角形状の開口部２５が形成される。 The frame 20 includes a rectangular peripheral frame 21 and a lattice frame 22 arranged inside the peripheral frame 21 and having a lattice shape when viewed from the front.
The lattice frame 22 is formed by welding together a plurality of mutually intersecting diagonal members 23 serving as steel plates. The diagonal members 23 extend in an oblique direction relative to the horizontal with their end faces facing the front side, and at the intersections where the diagonal members 23 intersect, the diagonal members 23 are welded together to form beads 24 serving as welded portions.
The peripheral frame 21 and the lattice frame 22 form an opening 25 having a substantially triangular or rectangular shape.

補剛材３０は、格子フレーム２２を構成する斜材２３の上下面（表裏面）に取り付けられている。具体的には、略四角形状の開口部２５には、補剛材３０が４つ取り付けられ、略三角形状の開口部２５には、補剛材３０が２つ取り付けられている。
この補剛材３０は、並べたひき板を繊維方向が直交するように積層して接着したＣＬＴ（Ｃｒｏｓｓ Ｌａｍｉｎａｔｅｄ Ｔｉｍｂｅｒ）である。補剛材３０は、斜材２３の正面側および背面側の端面の一部を覆っており、耐震壁１の正面視では、斜材２３が幅ｄの隙間で視認可能となっている。言い換えると、補剛材３０は、鋼製の格子フレーム２２の側面の少なくとも一部を覆っている。
また、正面視で、補剛材３０の奥行き寸法Ｌ１は、斜材２３の奥行き寸法Ｌ２より大きくなっている。補剛材３０の奥行き方向の中間部には、凹部３１が形成されており、斜材２３同士の溶接部であるビード２４は、凹部３１に収容されている。 The stiffening members 30 are attached to the upper and lower surfaces (front and back surfaces) of the diagonal members 23 that constitute the lattice frame 22. Specifically, four stiffening members 30 are attached to the opening 25 having a substantially rectangular shape, and two stiffening members 30 are attached to the opening 25 having a substantially triangular shape.
The stiffener 30 is a CLT (Cross Laminated Timber) made by laminating and bonding planks arranged so that the fiber directions are perpendicular to each other. The stiffener 30 covers a part of the front and rear end faces of the diagonal members 23, and the diagonal members 23 are visible through a gap of width d when the earthquake-resistant wall 1 is viewed from the front. In other words, the stiffener 30 covers at least a part of the side face of the steel lattice frame 22.
In addition, in a front view, the depth dimension L1 of the stiffener 30 is larger than the depth dimension L2 of the diagonal member 23. A recess 31 is formed in the middle of the stiffener 30 in the depth direction, and the bead 24, which is the welded portion between the diagonal members 23, is accommodated in the recess 31.

図６は、耐震壁１の一部の分解斜視図である。
補剛材３０には、ボルトを挿通するボルト挿通孔３２が形成されており、格子フレーム２２の斜材２３には、ボルトを挿通する貫通孔２６が形成されている。斜材２３の上下に補剛材３０を配置し、ボルト５０を上下の補剛材３０のボルト挿通孔３２および斜材２３の貫通孔２６に挿通して、ナット５１を締め付けることで、補剛材３０は、格子フレーム２２に取り付けられるとともに、斜材２３同士の溶接部であるビード２４が凹部３１に収容される。 FIG. 6 is an exploded perspective view of a portion of the earthquake-resistant wall 1. As shown in FIG.
The stiffeners 30 have bolt insertion holes 32 for inserting bolts, and the diagonal members 23 of the lattice frame 22 have through holes 26 for inserting bolts. The stiffeners 30 are arranged above and below the diagonal members 23, and bolts 50 are inserted through the bolt insertion holes 32 of the upper and lower stiffeners 30 and the through holes 26 of the diagonal members 23. The stiffeners 30 are attached to the lattice frame 22 by fastening the nuts 51, and the beads 24, which are the welded portions between the diagonal members 23, are accommodated in the recesses 31.

図５に示すように、接合部４０は、セメント系結合材であるコンクリートを打設して形成されている。この接合部４０には、外周フレーム２１に設けられたスタッドボルト２７と、柱梁架構１０にあと施工で設けられたあと施工アンカー１３とが、埋設されている。 As shown in FIG. 5, the joint 40 is formed by pouring concrete, which is a cement-based binder. Stud bolts 27 provided on the outer frame 21 and post-installed anchors 13 provided on the column-beam structure 10 are embedded in the joint 40.

以下、耐震壁１を構築する手順について、図７のフローチャートを参照しながら説明する。
ステップＳ１では、フレーム２０を構築し、フレーム２０と柱梁架構１０との隙間にコンクリートを打設して接合部４０を形成して、接合部４０を介してフレーム２０と柱梁架構１０とを接合する。
ステップＳ２では、補剛材３０をボルト５０およびナット５１で格子フレーム２２の斜材２３に取り付ける。このとき、斜材２３同士の溶接部であるビード２４を補剛材３０の凹部３１に収容する。なお、図８および図９に示すように、四角形状の開口部２５に４つの補剛材３０を取り付ける際、４番目に取り付ける補剛材３０Ａについては、正面側あるいは背面側から嵌め込んで取り付けようとしても、補剛材３０Ａの凹部３１を形成する突部３３がビード２４に引っ掛かる。そこで、図８に示すように、補剛材３０Ａを凹部３１で二分割して補剛材ピース６０、６１とし、例えば、補剛材ピース６０を正面側から差し込み、補剛材ピース６１を背面側から差し込んで、補剛材ピース６０、６１でビード２４を挟み込むように取り付ける。これにより、４番目の補剛材３０Ａを格子フレーム２２に円滑に取り付けることができる。
耐震壁１の具体的な寸法は、例えば、図８および図９に示すような開口部２５が４００ｍｍ×４００ｍｍ、補剛材３０の正面視の見付け幅が７０ｍｍ、補剛材３０Ａの突部３３の奥行き方向の長さが３０ｍｍ、凹部３１の深さが３０ｍｍ程度である。 The procedure for constructing the earthquake-resistant wall 1 will be described below with reference to the flow chart of FIG.
In step S1, the frame 20 is constructed, concrete is poured into the gap between the frame 20 and the column-beam structure 10 to form joints 40, and the frame 20 and the column-beam structure 10 are joined via the joints 40.
In step S2, the stiffener 30 is attached to the diagonal member 23 of the lattice frame 22 with the bolt 50 and nut 51. At this time, the bead 24, which is the welded portion between the diagonal members 23, is accommodated in the recess 31 of the stiffener 30. As shown in Figs. 8 and 9, when attaching the four stiffeners 30 to the rectangular opening 25, the protrusion 33 forming the recess 31 of the stiffener 30A to be attached fourth will be caught by the bead 24 even if the stiffener 30A is attached by fitting it from the front side or the back side. Therefore, as shown in Fig. 8, the stiffener 30A is divided into two at the recess 31 to form stiffener pieces 60 and 61, and for example, the stiffener piece 60 is inserted from the front side and the stiffener piece 61 is inserted from the back side, and the stiffener pieces 60 and 61 are attached so as to sandwich the bead 24. This allows the fourth stiffener 30A to be smoothly attached to the lattice frame 22.
The specific dimensions of the earthquake-resistant wall 1 are, for example, as shown in Figures 8 and 9, an opening 25 of 400 mm x 400 mm, a front view width of the stiffener 30 of 70 mm, a depth direction length of the protrusion 33 of the stiffener 30A of 30 mm, and a depth of the recess 31 of approximately 30 mm.

本実施形態によれば、以下のような効果がある。
（１）格子状の格子フレーム２２とこの格子フレーム２２に取り付けられた木製の補剛材３０とを備える耐震壁１において、格子フレーム２２を構成する斜材２３の正面側の端面の少なくとも一部を木製の補剛材３０で覆ったので、正面側から斜材２３同士を溶接した溶接部のビード２４を隠蔽することができる。よって、耐震壁１の意匠性を向上できるうえに、溶接部であるビード２４を保護できる。また、図４に示すように、鋼製の格子フレーム２２の斜材２３と補剛材３０との間には隙間が生じず、密着させることができる。 According to this embodiment, the following effects are obtained.
(1) In a seismic wall 1 having a lattice-shaped lattice frame 22 and wooden stiffeners 30 attached to the lattice frame 22, at least a portion of the front end face of the diagonal members 23 constituting the lattice frame 22 is covered with the wooden stiffeners 30, so that the beads 24 of the welded parts where the diagonal members 23 are welded together can be concealed from the front side. This not only improves the design of the seismic wall 1, but also protects the welded beads 24. Also, as shown in FIG. 4, no gaps are generated between the diagonal members 23 of the steel lattice frame 22 and the stiffeners 30, allowing them to be in close contact with each other.

（２）木製の補剛材３０の凹部３１に斜材２３同士の溶接部であるビード２４を収容したので、斜材２３同士の溶接部と補剛材３０との干渉を解消して、斜材２３からなる格子フレーム２２に補剛材３０を容易に取り付けることができる。 (2) The bead 24, which is the welded portion between the diagonal members 23, is accommodated in the recess 31 of the wooden stiffener 30, eliminating interference between the welded portions between the diagonal members 23 and the stiffener 30, making it easy to attach the stiffener 30 to the lattice frame 22 made of the diagonal members 23.

〔第２実施形態〕
図１０は、本発明の第２実施形態に係る耐震壁１Ａの部分拡大図である。図１１は、図１０の耐震壁１ＡのＩＶ－ＩＶ断面図である。
本実施形態では、補剛材３０が斜材２３の正面側および背面側の端面を全面に亘って覆っている点が、第１実施形態と異なる。すなわち、耐震壁１Ａの正面視では、斜材２３が視認できないようになっている。
本実施形態によれば、上述の（１）、（２）と同様の効果がある。 Second Embodiment
Fig. 10 is a partially enlarged view of an earthquake-resistant wall 1A according to a second embodiment of the present invention, and Fig. 11 is a cross-sectional view of the earthquake-resistant wall 1A of Fig. 10 taken along line IV-IV.
This embodiment differs from the first embodiment in that the stiffeners 30 entirely cover the front and rear end faces of the diagonal members 23. That is, the diagonal members 23 cannot be seen when the earthquake-resistant wall 1A is viewed from the front.
According to this embodiment, there are effects similar to those of (1) and (2) described above.

なお、本発明は前記実施形態に限定されるものではなく、本発明の目的を達成できる範囲での変形、改良等は本発明に含まれるものである。
例えば、上述の各実施形態では、四角形状の開口部２５に取り付ける４番目の補剛材３０Ａについて、補剛材３０Ａを二分割することで格子フレーム２２に取り付けたが、これに限らず、図１１に示すように、補剛材３０Ａの一端側のみに突部３３を設け、補剛材３０Ａを正面側あるいは背面側から差し込むことで、格子フレーム２２に取り付けてもよい。 The present invention is not limited to the above-described embodiment, and modifications and improvements within the scope of the present invention that can achieve the object of the present invention are included in the present invention.
For example, in each of the above-described embodiments, the fourth stiffener 30A to be attached to the rectangular opening 25 is attached to the lattice frame 22 by dividing the stiffener 30A into two parts. However, this is not limited to this. As shown in FIG. 11 , the stiffener 30A may be provided with a protrusion 33 on only one end side thereof, and the stiffener 30A may be attached to the lattice frame 22 by inserting it from the front side or the back side.

１、１Ａ…耐震壁 １０…柱梁架構 １１…既存柱 １２…既存梁
１３…あと施工アンカー
２０…フレーム ２１…外周フレーム ２２…格子フレーム
２３…斜材（鋼板） ２４…ビード ２５…開口部 ２６…貫通孔
２７…スタッドボルト
３０、３０Ａ…補剛材 ３１…凹部 ３２…ボルト挿通孔 ３３…突部
４０…接合部
５０…ボルト ５１…ナット ６０、６１…補剛材ピース Reference Signs List 1, 1A... Earthquake-resistant wall 10... Column-beam structure 11... Existing column 12... Existing beam 13... Post-installed anchor 20... Frame 21... Periphery frame 22... Lattice frame 23... Diagonal member (steel plate) 24... Bead 25... Opening 26... Through hole 27... Stud bolt 30, 30A... Stiffener 31... Recess 32... Bolt insertion hole 33... Protrusion 40... Joint 50... Bolt 51... Nut 60, 61... Stiffener piece

Claims (3)

格子状の鋼製のフレームと、前記フレームに取り付けられた木製の補剛材と、を備える耐震壁であって、
前記格子状のフレームは、互いに交差して配置された複数の鋼板同士が溶接されて形成され、
正面視で、前記補剛材の奥行き寸法は、前記鋼板の奥行き寸法より大きく、
前記補剛材は、前記鋼製のフレームの側面の少なくとも一部を覆っていることを特徴とする耐震壁。 A seismic wall comprising a lattice-shaped steel frame and a wooden stiffener attached to the frame,
The lattice-shaped frame is formed by welding a plurality of steel plates arranged to cross each other,
When viewed from the front, the depth dimension of the stiffener is greater than the depth dimension of the steel plate,
A seismic wall characterized in that the stiffener covers at least a portion of a side surface of the steel frame. 前記木製の補剛材の奥行き方向の中間部には、凹部が形成されており、
前記鋼板同士の溶接部は、前記凹部に収容されることを特徴とする請求項１に記載の耐震壁。 A recess is formed in the middle of the wooden stiffener in the depth direction,
The earthquake-resistant wall according to claim 1 , wherein the welded portion between the steel plates is accommodated in the recess. 請求項１または２に記載の耐震壁の構築方法であって、
柱梁架構の構面内に、互いに交差して配置された複数の鋼板同士を溶接することで、格子状のフレームを構築する第１の工程と、
奥行き方向の中間部に凹部を設けた木製の補剛材を用意し、前記補剛材を前記鋼板に取り付ける第２の工程と、を含み、
前記第２の工程では、前記鋼板同士の溶接部を前記補剛材の凹部に収容することを特徴とする耐震壁の構築方法。 A method for constructing a seismic wall according to claim 1 or 2, comprising the steps of:
A first step of constructing a lattice-shaped frame by welding a plurality of steel plates arranged crosswise to each other within a structural surface of a column-beam structure;
a second step of preparing a wooden stiffener having a recess in a middle portion in a depth direction and attaching the stiffener to the steel plate;
A method for constructing a seismic wall, characterized in that in the second step, the welded portions between the steel plates are accommodated in recesses in the stiffener.
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Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2006057352A (en) 2004-08-20 2006-03-02 Nippon Oil Corp Method of repairing steel structure with carbon fiber reinforced resin plate, carbon fiber reinforced resin plate used in the method, and repaired steel structure
JP2008000760A (en) 2006-06-20 2008-01-10 Kawasaki Heavy Ind Ltd Fatigue reduction type weld joint structure forming method and reinforced resin block
JP2012245566A (en) 2012-09-18 2012-12-13 Kawasaki Heavy Ind Ltd Welded joint structure for reducing fatigue damage
JP2020143502A (en) 2019-03-06 2020-09-10 大成建設株式会社 Bearing wall

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2006057352A (en) 2004-08-20 2006-03-02 Nippon Oil Corp Method of repairing steel structure with carbon fiber reinforced resin plate, carbon fiber reinforced resin plate used in the method, and repaired steel structure
JP2008000760A (en) 2006-06-20 2008-01-10 Kawasaki Heavy Ind Ltd Fatigue reduction type weld joint structure forming method and reinforced resin block
JP2012245566A (en) 2012-09-18 2012-12-13 Kawasaki Heavy Ind Ltd Welded joint structure for reducing fatigue damage
JP2020143502A (en) 2019-03-06 2020-09-10 大成建設株式会社 Bearing wall

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